CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

BUREAU OF PROJECT DELIVERY

SHEET 1 OF 6

STANDARD

FULL DEPTH PRECAST CONCRETE DECK

PANELS FOR PRESTRESSED CONCRETE

PA BULB-TEE BEAM AND

STEEL I-BEAM/I-GIRDER BRIDGES

BD-605M

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

SEQUENCE OF CONSTRUCTIONGENERAL NOTES

DESIGN NOTES

DRAWING NOTES

1. USE OF THIS STANDARD REQUIRES PERMISSION FROM THE

DISTRICT BRIDGE ENGINEER. THE STANDARD IS INTENDED TO BE

UTILIZED BY DESIGNERS OF ACCELERATED BRIDGE CONSTRUCTION

PROJECTS AND BY CONTRACTORS FOR VALUE ENGINEERING OR

DESIGN-BUILD PROJECTS.

2. THIS STANDARD APPLIES TO STRAIGHT BRIDGES WITH A SKEW BETWEEN

90 DEGREES AND 60 DEGREES INCLUSIVE, CONSTRUCTED WITH EITHER

PRESTRESSED CONCRETE PA BULB-TEE BEAMS OR STEEL BEAMS/GIRDERS.

3. SPANS CROSSING ROADWAYS AND RAILROADS SHALL USE

REMOVABLE HAUNCH FORMWORK. ALL OTHER SPANS SHALL USE

STAY-IN-PLACE HAUNCH FORMWORK. SEE SHEET 4 FOR HAUNCH

FORMWORK DETAILS.

1. MINIMUM STRUCTURAL THICKNESS OF PRECAST CONCRETE DECK

PANELS SHALL BE 8". THICKER PANELS MAY BE REQUIRED TO

ACCOMMODATE POST-TENSIONING ANCHORAGES AND ANCHORAGE

REINFORCEMENT. PRECAST CONCRETE DECK PANEL THICKNESS SHALL

INCLUDE A ‚" ALLOWANCE FOR GRINDING.

2. WEARING SURFACE SHALL BE EITHER EPOXY BASED SURFACE

TREATMENT FOR BRIDGE DECKS,…" MIN. THICKNESS OR

LATEX MODIFIED CONCRETE WEARING SURFACE, 1‚" MIN.

THICKNESS AS DIRECTED BY THE DISTRICT BRIDGE ENGINEER.

WEARING SURFACE SHALL BE PLACED AFTER ALL CLOSURE

POURS, JOINTS, HAUNCHES, AND SHEAR BLOCKOUTS HAVE BEEN

GROUTED/CONCRETED, CURED, AND GROUND SMOOTH AS REQUIRED.

3. ULTRA HIGH PERFORMANCE CONCRETE STRENGTH VARIES

WITH TIME, DESIGNER SHOULD CHECK WITH MANUFACTURER

TO DETERMINE APPROPRIATE MATERIAL FOR PROJECT SCHEDULE.

4. THE DESIGN OF LONGITUDINAL POST-TENSIONING SHALL BE

IN ACCORDANCE WITH AASHTO SECTION 9.7.5. FOR

CONTINUOUS SPANS, THE DESIGNER SHALL PROVIDE

ADDITIONAL PRESTRESS IN DECK TO OVERCOME THE SERVICE LOAD

TENSILE STRESS DUE TO NEGATIVE COMPOSITE DEAD LOAD

AND LIVE LOAD MOMENTS TO ACHIEVE AN EFFECTIVE

MINIMUM PRESTRESS OF 0.250 KSI IN DECK UNDER ALL SERVICE

LOADING CONDITIONS.

5. DESIGNER SHALL PROVIDE THE NUMBER, LOCATION, FORCE AND

STRESSING SEQUENCE OF THE POST-TENSIONING TENDONS.

GENERAL ZONE REINFORCING SHALL BE DESIGNED BY THE

DESIGNER AND DEPICTED ON THE CONTRACT DRAWINGS. FINAL

DESIGN OF POST-TENSIONING SYSTEM AND LOCAL ZONE

REINFORCING SHALL BE PERFORMED BY THE CONTRACTOR. THE

PLANS SHALL NOTE THE ASSUMPTIONS USED TO DEVELOP THE

POST TENSIONING FORCE INCLUDING THE ASSUMPTIONS USED FOR

LOSS CALCULATIONS.

6. THE NUMBER AND LOCATION OF LIFTING DEVICES SHALL BE

DETERMINED BY THE DESIGNER AND SHOWN ON THE CONTRACT

DRAWINGS. THE DESIGNER SHALL VERIFY THAT THE PANELS ARE

STABLE AND STRUCTURALLY ADEQUATE WHEN LIFTED BY THE

SELECTED LOCATIONS. DESIGN OF LIFTING DEVICES SHALL BE

PERFORMED BY THE CONTRACTOR.

7. DESIGN OF BEAMS SHALL ACCOUNT FOR UNEQUAL DISTRIBUTION OF

DEAD LOAD CAUSED BY NON-SYMMETRIC PANELS. NOTE DEAD LOAD

OF PRECAST PANEL (INCLUDING BARRIER) IS APPLIED TO

NONCOMPOSITE BEAM SECTION. ON THE CONTRACT DRAWINGS, PROVIDE

THE FRACTION OF DECK PANEL WEIGHT ASSUMED TO BE CARRIED BY

EACH OF THE BEAMS.

8. VERTICAL ADJUSTMENT DEVICES SHALL BE SIZED USING TWICE THE

TRIBUTARY AREA TO ACCOUNT FOR THE POSSIBILITY THAT ALL

DEVICES MAY NOT BE IN CONTACT WITH THE BEAMS DURING INITIAL

PLACEMENT.

SHALL ACCOUNT FOR THE OPEN JOINTS IN THE BRIDGE BARRIER.

10. DEAD LOAD OF EPOXY BASED SURFACE TREATMENT FOR BRIDGE

11. DEAD LOAD OF LATEX MODIFIED CONCRETE WEARING SURFACE,

1‚" MIN. THICKNESS SHALL BE TAKEN AS 16 LB/SF.

12. MATERIALS: REINFORCEMENT STEEL fy = 60 KSI

CONCRETE f'c = 5 KSI MIN. (DECK AND BARRIER)

13. CONCRETE COVER: DECK TOP COVER = 2•"

DECK BOTTOM COVER = 1"

BARRIER = 2"

TRANSVERSE JOINTS = 1•"

LONGITUDINAL JOINTS = 1•"

14. DESIGNER SHALL DESIGN THE PRECAST PANEL REINFORCEMENT. THE USE OF

BD-601M DESIGN TABLES FOR PRECAST PANEL REINFORCEMENT DOES NOT

CONSTITUTE A DESIGN. HOWEVER, THE PRECAST PANEL REINFORCEMENT SHALL

NOT BE LESS THAN WHAT WOULD BE DETERMINED FROM THE BD-601M DESIGN TABLES.

AGGREGATE FINISH.

SHEAR KEYS SHALL BE BLAST CLEANED TO HAVE AN EXPOSED

5. THE INSIDE FACES OF THE SHEAR BLOCKOUTS AND ALL

PART OF THE SHOP DRAWING SUBMISSION.

LIFTING DEVICE CALCULATIONS SHALL BE SUBMITTED AS

4. LIFTING DEVICES SHALL BE DESIGNED BY THE CONTRACTOR.

SHOP DRAWING SUBMISSION.

HARDWARE AND SHALL BE SUBMITTED AS PART OF THE

CALCULATIONS SHALL ACCOUNT FOR THE PROPOSED

PERFORMED BY THE CONTRACTOR. POST-TENSIONING

3. FINAL DESIGN OF POST-TENSIONING SYSTEM SHALL BE

PANELS AND ASSOCIATED COMPONENTS.

2. SUBMIT SHOP DRAWINGS FOR PRECAST CONCRETE DECK

DEPARTMENT OF TRANSPORTATION PUBLICATION 408.

WITH THE CURRENT VERSION OF THE PENNSYLVANIA

1. PROVIDE MATERIALS AND WORKMANSHIP IN ACCORDANCE

9. DESIGN OF THE DECK OVERHANG AND BRIDGE BARRIER REINFORCING

DECKS, …" MIN. THICKNESS SHALL BE TAKEN AS 7 LB/SF.

DIRECTOR, BUR. OF PROJECT DELIVERY

15. PREPARE DECK SURFACE AND PLACE WEARING SURFACE.

14. REMOVE ANY REMAINING FORMWORK THAT IS NOT STAY-IN-PLACE.

IN BLOCKOUTS NO MORE THAN 14 DAYS AFTER TENDONS ARE STRESSED.

13. GROUT POST-TENSIONING BLOCKOUTS (IF REQUIRED). GROUT SHALL BE PLACED

SPECIAL PROVISION.

IN ACCORDANCE WITH ULTRA HIGH PERFORMANCE CONCRETE STANDARD

12. FILL LONGITUDINAL CLOSURE POUR WITH ULTRA HIGH PERFORMANCE CONCRETE

PERFORMANCE CONCRETE STANDARD SPECIAL PROVISION.

11. PLACE FORMWORK FOR LONGITUDINAL JOINT IN ACCORDANCE WITH ULTRA HIGH

1080.2(c) OF PENNDOT PUB.408.

PROVISION, IF APPLICABLE OR WITH EPOXY NON-SHRINK GROUT PER SECTION

IN ACCORDANCE WITH ULTRA HIGH PERFORMANCE CONCRETE STANDARD SPECIAL

10. FILL SHEAR BLOCKOUTS AND HAUNCHES WITH ULTRA HIGH PERFORMANCE CONCRETE

FORMWORK PER DETAILS ON SHEET 4.

9. IF REMOVABLE HAUNCH FORMWORK IS REQUIRED, PLACE HAUNCH

DUCTS TO REMOVE OBSTRUCTIONS AND RE-INSPECT PRIOR TO GROUTING.

ACHIEVE COMPLETE GROUTING. IF OBSTRUCTION(S) ARE PRESENT, CLEAN

THE CONTRACTOR TO DEMONSTRATE THE DUCTS ARE UNOBSTRUCTED TO

THE DUCTS WITHIN 3 CALENDAR DAYS AFTER TENSIONING WILL REQUIRE

THE ANCHOR PLATE UNTIL THE TENDON IS GROUTED. FAILURE TO GROUT

BY THE GROUT CAP; AND PLACING THE GROUT CAP, INCLUDING A SEAL, OVER

CLEANING RUST AND OTHER DEBRIS FROM ALL METAL SURFACES TO BE COVERED

CORROSION AND DEBRIS BY TEMPORARILY SEALING ALL OPENINGS AND VENTS,

4 HOURS AFTER STRESSING, PROTECT THE TENDONS AND GROUT DUCTS AGAINST

BE PERFORMED DURING THE SAME DAY THE TENDONS ARE STRESSED, THEN WITHIN

DUCTS FULL LENGTH OF BRIDGE (IF REQUIRED). IF GROUTING IS NOT GOING TO

TENSIONING. PUMP GROUT FROM LOW END OF BRIDGE AND FILL POST-TENSIONING

STRESS (IF REQUIRED). GROUT DUCTS WITHIN 3 CALENDAR DAYS AFTER

8. INSTALL POST-TENSIONING STRANDS IN DUCTS AND TENSION TO SPECIFIED

BEFORE PROCEEDING TO NEXT STEP.

7. TRANSVERSE JOINT MATERIAL SHALL REACH A MINIMUM STRENGTH OF 4 KSI

OF PENNDOT PUB.408.

PROVISION, IF APPLICABLE OR NON-SHRINK EPOXY GROUT PER SECTION 1080.2(c)

IN ACCORDANCE WITH ULTRA HIGH PERFORMANCE CONCRETE STANDARD SPECIAL

(IF REQUIRED). FILL TRANSVERSE JOINTS WITH ULTRA HIGH PERFORMANCE CONCRETE

6. PLACE FORMWORK FOR TRANSVERSE JOINTS. COUPLE POST-TENSIONING DUCTS

DEAD LOAD TO BEAMS (AS DETERMINED BY DESIGN).

ADJUST TORQUE IN VERTICAL ADJUSTMENT DEVICE TO PROPERLY DISTRIBUTE DECK

5. ADJUST EACH PANEL TO PROPER ELEVATION USING VERTICAL ADJUSTMENT DEVICES.

ALONG BEAM/GIRDER LINE TO OPPOSITE ABUTMENT.

4. SET PRECAST DECK PANELS STARTING AT EITHER ABUTMENT AND PROGRESS

REQUIRED ANTICIPATED DEPTH.

3. PREPARE PANELS BY PRE-SETTING THE VERTICAL ADJUSTMENT DEVICES TO THE

(SEE STEP 9 BELOW).

DETAILS ON SHEET 4. REMOVABLE FORMS ARE PLACED AFTER PANELS ARE SET

2. IF STAY-IN-PLACE HAUNCH FORMWORK IS APPLICABLE, PLACE FORMWORK PER

1. ERECT BEAMS AND INSTALL DIAPHRAGMS.

BC-751M BRIDGE DRAINAGE

REFERENCE DRAWINGS

BD-601M CONCRETE DECK SLAB

IF APPLICABLE.

AND DECK GEOMETRY ADEQUACY AT LONGITUDINAL POST TENSIONING DUCT

MUST ENSURE THE DECK SLAB REINFORCEMENT ADEQUACY AT SCUPPER

4. IF SCUPPER IS DETERMINED TO BE REQUIRED ON THE DECK SLAB, DESIGNER

APR.29, 2016 APR.29, 2016

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

BUREAU OF PROJECT DELIVERY

SHEET 2 OF 6

STANDARD

FULL DEPTH PRECAST CONCRETE DECK

PANELS FOR PRESTRESSED CONCRETE

PA BULB-TEE BEAM AND

STEEL I-BEAM/I-GIRDER BRIDGES

BD-605M

A

A

A AA

A

INTERIOR PANEL END PANEL

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

(MI

N.)

1'-6"

(MIN.)(MIN.)

(TYP.)

4'-0" MAX.

L

L

A

A

TRAFFIC

DIRECTION OF

TRAFFIC

DIRECTION OF

ROADWAY CROWN

POUR LOCATED AT

LONGITUDINAL CLOSURE

LONGITUDINAL

TR

AN

SV

ER

SE

PANEL

END TYPICAL INTERIOR PANELS

PANEL

END

LONGITUDINAL

TR

AN

SV

ER

SE

PANEL

END TYPICAL INTERIOR PANELS

PANEL

END

DIRECTION

OF TRAFFIC

AND GIRDERS

10'-0" MAX. (TYP.)

SEE NOTE 2

12'-0" MAX.

10'-0" MIN. TO

NOMINAL PANEL LENGTH

TRANSVERSE JOINT (TYP.) TRANSVERSE JOINT (TYP.)

TYPICAL PANEL LAYOUTS

(TYP.)

60°MIN.

BLOCKOUT (TYP.)

SHEAR CONNECTOR

PRECAST CONCRETE DECK PANEL

SECTION A-A

(TYP. THIS SIDE)

END ANCHORAGE

POST-TENSIONING

BLOCKOUT FOR

DUCT CONNECTION

POST-TENSIONING

BLOCKOUT FOR

DUCT (TYP.)

C POST-TENSIONING

DUCT (TYP.)

POST-TENSIONING40'-0"

MA

X.

PA

NE

L

WI

DT

H

DETAIL B

DUCTS PER DESIGN

OF POST-TENSIONING

NUMBER AND LOCATION

DETAIL B

C

C

CAST-IN-PLACE

APPROACH PAVEMENT

APPROACH SLAB ORBEARING

C BRIDGEL

SECTION C-C

DECK PANEL

PRECAST CONCRETE

END DIAPHRAGM

CAST-IN-PLACE

APPROACH

DETAILS

PER DESIGN

DETAIL B

(SKEWED BRIDGE SHOWN; NON-SKEWED BRIDGE SIMILAR)

8" MIN.

4'-0" MIN. (TYP.)

C BEAM/GIRDER (TYP.)

END OF DECK

BEAM (TYP.)

BULB-TEE

CONCRETE PA

PRESTRESSED

(TYP.)

BEAM/GIRDER

STEEL

BEAM/GIRDER

PER DESIGN

BEAM END DETAILS

DECK PANEL

CONCRETE

PRECAST

NOTE 3

(TYP.) SEE

BRIDGE BARRIER

CONCRETE

4'-0"

MAX.

(TYP.)

1/4 IN./FT.

CL

OS

UR

E

PO

UR

LO

NGI

TU

DI

NA

L

DESIGN (TYP.)

NUMBER AND LOCATION PER

SHEAR CONNECTOR BLOCKOUT

LIFTING POINT (TYP.)

(SEE NOTE 4)

(SEE NOTE 4)

(SIMILAR TO INTERIOR PANEL EXCEPT AS NOTED)

SURFACE

WEARING

NOTES:

DE

CK

PA

NE

LC

ON

CR

ET

E

HIGH PERFORMANCE CONCRETE

EPOXY GROUT OR ULTRA

FILL WITH NON-SHRINK

BA

RRI

ER

BRI

DG

E

CO

NC

RE

TE

(BEAM/GIRDER NOT SHOWN FOR CLARITY)

(PRECAST CONCRETE DECK PANEL EDGE SUPPORT AT ABUTMENT)

1'-6" 1'-6"

(TYP.)

DEVICE

ADJUSTMENT

VERTICAL

SEE NOTE 3.

BRIDGE BARRIER (TYP.)

CONCRETE

12'

MAX.

12'

MAX.

A

A

A

A

DIRECTION

OF TRAFFIC

AND GIRDERS

PANELS FOR SKEWED BRIDGES

BETWEEN 90°AND 60°

PANELS FOR 90° BRIDGES

TYPICAL DECK LAYOUT

4'-0" MIN.

TO 12'-0" MAX.

CL

OS

UR

E

PO

UR

LO

NGI

TU

DI

NA

L

END DIAPHRAGM

DIRECTOR, BUR. OF PROJECT DELIVERY

DETAILS, SEE SHEET 6.

8. FOR VERTICAL ADJUSTMENT DEVICE DETAILS AND POST-TENSIONING

AND LONGITUDINAL CLOSURE POUR DETAILS, SEE SHEET 5.

7. FOR BRIDGE BARRIER DETAILS, TRANSVERSE JOINT DETAILS

DETAILS, SEE SHEET 4.

6. FOR HAUNCH DETAILS AND SHEAR CONNECTOR BLOCKOUT

5. FOR DECK PANEL REINFORCEMENT DETAILS, SEE SHEET 3.

SIMILAR.

PANELS WITHOUT LONGITUDIANL POST-TENSIONING

4. PANELS SHOWN WITH LONGITUDINAL POST-TENSIONING.

CAST-IN-PLACE AT THE OPTION OF THE CONTRACTOR.

PANEL PRIOR TO ERECTION. BRIDGE BARRIER MAY BE

3. BRIDGE BARRIERS SHALL BE CAST INTEGRAL WITH DECK

TO SHIP PANELS.

INTERIOR PANELS. DESIGNER SHALL VERIFY ABILITY

MINIMUM AND MAXIMUM VALUES ARE GUIDELINES FOR

2. PANEL LENGTH TO BE DETERMINED BY DESIGNER.

1. FOR ADDITIONAL NOTES, SEE SHEET 1.

APR.29, 2016 APR.29, 2016

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

BUREAU OF PROJECT DELIVERY

SHEET 3 OF 6

STANDARD

FULL DEPTH PRECAST CONCRETE DECK

PANELS FOR PRESTRESSED CONCRETE

PA BULB-TEE BEAM AND

STEEL I-BEAM/I-GIRDER BRIDGES

BD-605M

INTERIOR PANEL SKEWED END PANEL

(TYP.)

REINFORCEMENT

U-SHAPED

LC GIRDER (TYP.)

LDUCT (TYP.)

C POST-TENSIONING

CLOSURE POUR

C LONGITUDINALL

TYPICAL PANEL REINFORCEMENT LAYOUTS

NOTES:

(TYP.)

REINFORCEMENT

PANEL EDGE

(TYP.)

DEVICE

LIFTING

(TYP.)

BLOCKOUT

CONNECTOR

SHEAR

(TYP.)

DUCT CONNECTION

POST-TENSIONING

BLOCKOUT FOR

POST-TENSIONING

WITHOUT LONGITUDINAL

POST-TENSIONING

WITH LONGITUDINAL

(PANEL WITH LONGITUDINAL POST-TENSIONING SHOWN)

(TYP. THIS SIDE)

END ANCHORAGE

POST-TENSIONING

BLOCKOUT FOR

LC TRANSVERSE JOINT

END OF DECK

NOTE 4

SEE

SEE NOTE 6

SEE NOTE 7

SEE NOTE 5

NOTE 8

SEE

NOTE 9

SEE

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

4" SEE NOTE 10.

BARRIER (TYP.)

CONCRETE BRIDGE

DEVICE (TYP.)

ADJUSTMENT

VERTICAL

4'-8"

MA

X.

WI

TH

OU

T

A

BE

AM

AT

LO

NGI

TU

DI

NA

L J

OI

NT

4" (

TY

P.)

‚" AT BOTTOM OF PANEL

1•" AT TOP OF PANEL

� TRANSVERSE JOINT

SEE NOTE 10.

BARRIER (TYP.)

CONCRETE BRIDGE

POUR (TYP.)

IS UNDER CLOSURE

WHEN BEAM/GIRDER

ADJUSTMENT DEVICE

PROVIDE VERTICAL

BARRIER IS NOT CAST INTEGRAL WITH DECK PANEL.

10. PROVIDE RAKED FINISH CONSTRUCTION JOINT WHEN

STRENGTH REQUIREMENTS.

PROVIDED THAT REMAINING REINFORCEMENT MEETS

MAY BE TERMINATED TO AVOID SPACING CONFLICTS

9. FOR SKEWED PANELS, TRANSVERSE REINFORCEMENT

REINFORCEMENT.

PROMOTE UNIFORM DISTRIBUTION OF TRANSVERSE

OF SHEAR CONNECTOR BLOCKOUTS AS REQUIRED TO

8. IN SKEWED END PANELS, ADJUST SIZE AND SPACING

FOR TEMPERATURE AND SHRINKAGE.

BETWEEN SHEAR CONNECTOR BLOCKOUTS AS REQUIRED

7. PROVIDE DISCONTINUOUS TRANSVERSE REINFORCEMENT

FOR STRUCTURAL ADEQUACY.

6. PROVIDE CONTINUOUS TRANSVERSE REINFORCEMENT

SPACE UNIFORMLY BETWEEN POST-TENSIONING DUCTS.

5. PROVIDE LONGITUDINAL STEEL FOR DISTRIBUTION.

SPACE UNIFORMLY BETWEEN BEAMS.

4. PROVIDE LONGITUDINAL STEEL FOR DISTRIBUTION.

NOT SHOWN FOR CLARITY.

3. POST-TENSIONING ANCHORAGE ZONE REINFORCEMENT

REINFORCEMENT SIMILAR.

2. TOP PANEL REINFORCEMENT SHOWN. BOTTOM PANEL

1. BARRIER REINFORCEMENT NOT SHOWN FOR CLARITY.

DIRECTOR, BUR. OF PROJECT DELIVERY

LENGTH, MIN.

1.5 x DEVELOPMENT

APR.29, 2016 APR.29, 2016

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

BUREAU OF PROJECT DELIVERY

SHEET 4 OF 6

STANDARD

FULL DEPTH PRECAST CONCRETE DECK

PANELS FOR PRESTRESSED CONCRETE

PA BULB-TEE BEAM AND

STEEL I-BEAM/I-GIRDER BRIDGES

BD-605M

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

DE

CK

PA

NE

L

CO

NC

RE

TE

A

A

0"

L

1" MIN.

CLEAR

1" (TYP.)

(TYP.)

1•" MIN.

REINFORCEMENT

PRESTRESSED BEAM

CO

NC

RE

TE

DE

CK

PA

NE

L

1" (TYP.) (TYP.)

1•" MIN.

REQUIRED BY DESIGN

NUMBER AND SPACING AS

HA

UN

CH

CO

NC

RE

TE

DE

CK

PA

NE

L

REQUIRED BY DESIGN

NUMBER AND SPACING AS

1ƒ" MIN.

(TYP.)

(TYP.)

2" MIN.

HA

UN

CH

(TYP.)

1ƒ" MIN.

REQUIRED BY DESIGN

NUMBER AND SPACING AS

FLANGE

TOP

FOR PRESTRESSED BEAM

SECTION A-AFOR PRESTRESSED BEAM

SECTION B-B

EXCEPT AS NOTED)

(SIMILAR TO PRESTRESSED BEAM

PANEL

DECK

3" MIN.

(TYP.)

2•" MIN.

STUD (TYP.)

(TYP.)

CO

NC

RE

TE

DE

CK

PA

NE

L

CO

NC

RE

TE

DE

CK

PA

NE

L

TO BEAM FLANGE

TIGHT FIT ANGLE

DE

CK

PA

NE

L

CO

NC

RE

TE

DE

CK

PA

NE

L

CO

NC

RE

TE

MA

X.

MI

N.

1"

1"

MI

N.

DIMENSION

PER DESIGN

PE

R

DE

SI

GN

DI

ME

NSI

ON

CONCRETE

PERFORMANCE

OR ULTRA HIGH

EPOXY GROUT

NON-SHRINK

BEAM/GIRDER FLANGE

TIGHT FIT ANGLE TO

FOR STEEL BEAM/GIRDER

SECTION A-A

FOR STEEL BEAM/GIRDER

SECTION B-B

BEAM/GIRDER WEB

CONNECTOR BLOCKOUT

& C SHEAR

C BEAM/GIRDER

L

PER DESIGN

DIMENSION

SIZED PER DESIGN

REINFORCEMENT

CLOSED LOOP

BEAM

BULB-TEE

CONCRETE PA

PRESTRESSED

BLOCKOUT DETAIL

SHEAR CONNECTOR

REINFORCEMENT

BEAM

PRESTRESSED

INTERIOR STEEL BEAM/GIRDER

REMOVABLE HAUNCH FORMWORK DETAIL

STEEL FASCIA BEAM/GIRDER

REMOVABLE HAUNCH FORMWORK DETAIL

HAUNCHES EXCEEDING 3"

STRIP REQUIRED FOR

PLYWOOD OR FURRING

PRESTRESSED BEAM

REMOVABLE HAUNCH FORMWORK DETAIL

PANEL

TOP OF DECK

BLOCKOUT AT

CONNECTOR

EDGE OF SHEAR

DECK PANEL

AT BOTTOM OF

BLOCKOUT

CONNECTOR

EDGE OF SHEAR

BEAM FLANGE

PLYWOOD TO

TIGHT FIT

AFTER HAUNCH HAS CURED

ADJUSTED AND REMOVED

PLACED AND VERTICALLY

INSTALLED AFTER PANELS

LIGHT GAUGE HAUNCH ANGLE (TYP.)

HAS CURED

REMOVED AFTER HAUNCH

VERTICALLY ADJUSTED AND

PANELS PLACED AND

(TYP.) INSTALLED AFTER

LIGHT GAUGE HAUNCH ANGLE

CURED

HAUNCH HAS

REMOVED AFTER

ADJUSTED AND

AND VERTICALLY

PANELS PLACED

INSTALLED AFTER

FORM (TYP.)

PLYWOOD HAUNCH

DE

CK

PA

NE

L

CO

NC

RE

TE

MI

N.

1"

SPONGE (TYP.)

NEOPRENE

CLOSED CELL

STAY-IN-PLACE HAUNCH FORMWORK DETAIL

W

H

PANEL PLACEMENT

FLANGE PRIOR TO

SPONGE TO TOP

CELL NEOPRENE

ATTACH CLOSED

USE ADHESIVE TO

(STEEL BEAM/GIRDER SHOWN, CONCRETE BEAM SIMILAR)

3"

MA

X.

ON

LY)

(S

TE

EL

BE

AM/

GI

RD

ER

(TYP.)

REINFORCEMENT

CLOSED LOOP

1" (TYP.) 1" (TYP.)

(TYP.)

CONCRETE DECK PANEL

TIGHT FIT ANGLE TO

A

A

1" MIN.

3" MAX.

3"

DECK PANEL (TYP.)

TO CONCRETE

TIGHT FIT ANGLE

P/S BEAM

1" MIN.

A

B

A

B

MATERIAL

FOR UNCOMPRESSED

H:W SHALL BE 1:1 *

*

*

NOTES:

REMOVAL, SEE NOTE 3.

APPROVED POLYMER MORTAR AFTER

SCREW (TYP.) PATCH HOLES WITH

SELF TAPPING CONCRETE ANCHOR

SEE NOTE 3.

ANGLE REMOVAL,

GRIND FLUSH AFTER

ROD. CUT OFF AND

‚" DIA. THREADED

REMOVAL, SEE NOTE 3.

APPROVED POLYMER MORTAR AFTER

SCREW (TYP.) PATCH HOLES WITH

SELF TAPPING CONCRETE ANCHOR

INSERT, SEE NOTE 3.

EMBEDDED THREADED

SEE NOTE 3.

ANGLE REMOVAL,

GRIND FLUSH AFTER

ROD. CUT OFF AND

‚" DIA. THREADED

SEE NOTE 3.

MORTAR AFTER REMOVAL,

APPROVED POLYMER

PATCH HOLES WITH

ANCHOR SCREW (TYP.)

SELF TAPPING CONCRETE

3. MAXIMUM SPACING OF FORM SUPPORT/ATTACHMENT DEVICES IS 4'-0".

A MINIMUM OF 92% ZINC.

2. PAINT ALL EXPOSED STEEL WITH APPROVED GALVANIZED SPRAY CONTAINING

MATERIAL ARE INCIDENTAL ITEMS TO THE PRECAST DECK.

1. HAUNCH FORMWORK MATERIAL, ATTACHMENT HARDWARE AND PATCHING

DIRECTOR, BUR. OF PROJECT DELIVERY

A

A

2•" MIN.

APR.29, 2016 APR.29, 2016

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

BUREAU OF PROJECT DELIVERY

SHEET 5 OF 6

STANDARD

FULL DEPTH PRECAST CONCRETE DECK

PANELS FOR PRESTRESSED CONCRETE

PA BULB-TEE BEAM AND

STEEL I-BEAM/I-GIRDER BRIDGES

BD-605M

DE

CK

PA

NE

L

CO

NC

RE

TE

8‚

"

MI

N.

CONCRETE

PERFORMANCE

ULTRA HIGH

REINFORCEMENT

TRANSVERSE

REINFORCEMENT

PRESTRESSED BEAM

CONCRETE

PERFORMANCE

ULTRA HIGH

CROWN

ROADWAY

1"1"

DE

CK

PA

NE

L

CO

NC

RE

TE

8‚

"

MI

N.

A

A

1"

1"

2"

REINFORCING

PANEL

CONCRETE DECK

REINFORCEMENT

LONGITUDINALCONCRETE

PERFORMANCE

ULTRA HIGH

A

A

ROD

BACKER

•" CHAMFER (TYP.)

VIEW A-A

A

A

CO

NC

RE

TE

DE

CK

PA

NE

L

1"

JOINT

4"

NOTCH

DRIP

L

PA

NE

L

CO

NC

RE

TE

DE

CK

STOP •" CHAMFER HERE

•" CHAMFER

KEYED TRANSVERSE JOINT

PARTIAL SECTION AT

VIEW C-C

REINFORCED TRANSVERSE JOINT

PARTIAL SECTION AT

PA

NE

L

CO

NC

RE

TE

DE

CK

PANEL JOINT

C TRANSVERSEL

L

DESIGN

DIMENSION PER

PANEL SECOND

PLACE THIS DECK

PANEL FIRST

PLACE THIS DECK

PANEL IS PROHIBITED

MATERIAL OVER LOWER DECK

FEATHER EDGING OF JOINT

ROD

BACKER

CONCRETE

PERFORMANCE

ULTRA HIGH

SECTION B-B(SHOWING JOINT ALIGNMENT)

SECTION B-B

KEYED TRANSVERSE JOINT DETAILS(TO BE USED FOR DECKS WITH LONGITUDINAL POST-TENSIONING)

SECTION D-D(SHOWING JOINT DETAILS)

2"

A

A

2"

A

A

1"

A

A

SECTION D-D(SHOWING JOINT ALIGNMENT)

2"

CROWN

ROADWAY

REINFORCING

PANEL

CONCRETE DECK

1" 1"

DE

CK

PA

NE

L

CO

NC

RE

TE

8‚

"

MI

N. 1"

1"

2"

2"

REINFORCED TRANSVERSE JOINT DETAILS(TO BE USED FOR DECKS WITHOUT LONGITUDINAL POST-TENSIONING)

ADJACENT DECK PANELS

DIFFERENCE BETWEEN

‚" MAX. ELEVATION

AND TRANSVERSE PANEL JOINT

C •" OPEN JOINT IN BARRIER

BARRIER

JOINT IN

C •" OPEN

0" (TYP.)

0" (TYP.)

0" (TYP.)

8" TYP.

8" TYP.

8" TYP.

ACROSS CLOSURE POUR

DIFFERENCE UNIFORMLY

ACCOMMODATE ELEVATION

(CONCRETE BEAM SHOWN, STEEL BEAM/GIRDER SIMILAR)

(HAUNCH DETAILS NOT SHOWN FOR CLARITY)

(RAKED FINISH)

& V-NOTCH

CONSTRUCTION JT.

2"

LEVEL

REINFORCING

PANEL

DECK

CONCRETE

ALTERNATE LOCATION

REINFORCEMENT

LONGITUDINAL

LOCATION

PREFERRED

REINF.

LONGIT.

EPOXY GROUT

CONCRETE OR NON-SHRINK

ULTRA HIGH PERFORMANCE

OR NON-SHRINK EPOXY GROUT

ULTRA HIGH PERFORMANCE CONCRETEMETHOD

THE CHIMNEY

FILLED USING

OVERFILLED OR

JOINT TO BESHAPE AND DETAILS PER DESIGN

CONCRETE BRIDGE BARRIER

EPOXY GROUT

CONCRETE OR NON-SHRINK

ULTRA HIGH PERFORMANCE

FOR VERTICAL ADJUSTMENT

ADAQUATE SPACE AVAILABLE

DESIGNER SHALL VERIFY

SEE SHEET 6 FOR DETAILS.

VERTICAL ADJUSTMENT (TYP.).

DISTRICT BRIDGE ENGINEER

12H:IV IF REQUIRED BY THE

A MAXIMUM TRANSITION RATE OF

AND UNIFORM TRANSITION WITH

DECK PANEL TO OBTAIN A GRADUAL

GRIND JOINT OVERFILL AND HIGHER

(DECK REINFORCEMENT NOT SHOWN FOR CLARITY)

(SHOWING JOINT DIMENSIONS)

SEE SHEET 4

FOR HAUNCH DETAILS,

DE

CK

PA

NE

L

CO

NC

RE

TE

8‚

"

MI

N.

DE

CK

PA

NE

L

CO

NC

RE

TE

8‚

"

MI

N.

BETWEEN ADJACENT DECK PANELS

‚" MAX. ELEVATION DIFFERENCE

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

OPEN JOINT

3" CAULKING AT

OPEN JOINT

3" CAULKING AT

A

A

B

B

IN PRECAST PANEL

CONSTRUCTION JT.

1•"

3"

•"

ƒ"3"

ƒ"

1•

"

•" JOINT

1•

"1•

"

1"

MI

N.

LONGITUDINAL CLOSURE POUR OVER BEAM

CONCRETE BRIDGE BARRIER DETAIL

LONGITUDINAL CLOSURE POUR BETWEEN BEAMS/GIRDERS1" 1"

1"

8‚

"

MI

N.

CO

NC

RE

TE

DE

CK

PA

NE

L

D

D

C

C

IN PRECAST PANEL

CONSTRUCTION JT.

TO DRAIN)

CONCRETE (SLOPE

HIGH PERFORMANCE

TOP OF ULTRA

TO DRAIN)

EPOXY GROUT (SLOPE

CONCRETE OR NON-SHRINK

HIGH PERFORMANCE

TOP OF ULTRA

DUCT (TYP.)

POST-TENSIONING

TRANSVERSE DECK REINFORCEMENT

#5 @ 7" MAX., MATCH WITH

PER BD-601M.

MINIMUM DECK REINFORCEMENT

TYPICAL BARRIER SHOWN, OTHERS PER DESIGN

DIRECTOR, BUR. OF PROJECT DELIVERY

APR.29, 2016 APR.29, 2016

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

BUREAU OF PROJECT DELIVERY

SHEET 6 OF 6

STANDARD

FULL DEPTH PRECAST CONCRETE DECK

PANELS FOR PRESTRESSED CONCRETE

PA BULB-TEE BEAM AND

STEEL I-BEAM/I-GIRDER BRIDGES

BD-605M

VERTICAL ADJUSTMENT SCHEDULE

FLAT ANCHOR

TAPE ALL AROUND

POST TENSIONING STRAND

WEDGE PLATE

PER DESIGN

ANCHORAGE REINFORCEMENT

(GROUT VENT)

BALL VALVE

GROUT VENT PIPE

PIPE WITH PLUG

REPLACE GROUT INLET

FOAM SLEEVE

A

(GROUT INLET)

BALL VALVE

PER DESIGN

ANCHORAGE REINFORCEMENT

WEDGE PLATE

PLASTIC GROUT CAP

TOP OF SLAB

GROUT SADDLE

AT 2 PLACES

WITH TIE WIRE

GROUT SADDLE

SECURE

GROUT CAP

PLASTIC

VENT PIPE

GROUT

PART WEDGE

THREE

WITH PLUG

VENT PIPE

REPLACE GROUT

NON-SHRINK EPOXY GROUT

FILL HOLE WITH

FOAM SLEEVE.

GROUT TUBE AND REMOVE

AFTER GROUTING BREAK

AROUND

TAPE ALL

AROUND

TAPE ALL

ANCHOR

FLAT

STEEL)

(316L STAINLESS

NUT AND WASHER

HEX BOLT WITH

POLYPROPYLENE DUCT

CORRUGATED

SERVICE LOAD BOLT DIA.FOR BOLT CENTERED

STEEL PLATE WITH HOLE

10 K 1" 4"x4"x†"

4"x4"x‡"20 K 1‚"

CO

NC

RE

TE

DE

CK

PA

NE

L

(SEE SCHEDULE)

LEVELING BOLT

POCKET

FORMED

2•" MIN.

WELDED TO PLATE

HEAVY HEX NUT

VERTICAL ADJUSTMENT DEVICE

HAUNCH DETAILS

SEE SHEET 4 FOR

GROUT TUBE

CORRUGATED

DUCT

POLYPROPYLENE

CORRUGATED

DUCT

POLYPROPYLENE

CORRUGATED

PLACING GROUT SADDLE

POLYPROPYLENE DUCT BEFORE

DRILL HOLE IN CORRUGATED

TABLE)

CENTERED (SEE

HOLE FOR BOLT

STEEL PLATE WITH

TO PLATE

STEEL WELDED

REINFORCING

DECK)

(LOW SIDE OF

GROUT INLET

(SEE SECTION B-B ON SHEET 5)

PARALELL TO BEAM

SHALL BE ORIENTED

POURS, WHERE BARS

TO LONGITUDINAL CLOSURE

BEAM EXCEPT ADJACENT

PERPENDICULAR TO

OF PLATE. ORIENT BARS

EXTENSION PAST END

(2) #5 BARS WITH 15"

POST-TENSIONING FLAT ANCHOR PLAN

POST-TENSIONING FLAT ANCHOR ELEVATION

POST-TENSIONING PORT DETAIL

AT TRANSVERSE JOINT

POST-TENSIONING DUCT COUPLING DETAIL

PIPE SLEEVE

1…" STEEL

EPOXY GROUT

WITH NON-SHRINK

FILL BLOCKOUT

EPOXY GROUT

WITH NON-SHRINK

FILL BLOCKOUT

NON-SHRINK EPOXY GROUT)

AND FILL HOLE WITH

AFTER GROUT HAS HARDENED

GROUT VENT PIPE (REMOVE

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

‚"x6"x6" PLATE

NON-SHRINK EPOXY GROUT

LEVELING BOLT AND FILL VOID WITH

AFTER HAUNCH HAS CURED, REMOVE

PROTRUSION4" 4"

PROTRUSION

3•" DUCT

(MIN. OF 2 LOCATIONS PER BEAM PER PANEL)

(HAUNCH DETAILS NOT SHOWN FOR CLARITY)

(VERTICAL ADJUSTMENT ON STEEL BEAM/GIRDER SIMILAR)

BALL VALVE

CO

NC

RE

TE

DE

CK

PA

NE

L

DIRECTOR, BUR. OF PROJECT DELIVERY

4" DUCT COUPLER

4…

"

6‚

"

TOTAL LENGTH OF 4")

(FIELD CUT TO HAVE A

SOFT COUPLER

(FIELD CUT TO 3")

HEAT SHRINK TUBING

BACKER ROD

3•" DUCT

APR.29, 2016 APR.29, 2016